Method for quantitatively obtaining mechanical parameters of surrounding rock in thermal-hydraulic environment

Abstract

The application provides a method for quantitatively obtaining mechanical parameters of surrounding rock in a thermal-hydraulic environment, and relates to the technical field of rock mechanics. The method comprises the following steps: obtaining complete rock material constants, disturbance factors and geological strength index values of target surrounding rock at a target surrounding rock temperature; determining rock mass material constants of the target surrounding rock; determining rock mass tensile strength, compressive strength, cohesion, internal friction angle and rock mass deformation modulus in the thermal-hydraulic environment based on the rock mass material constants of the target surrounding rock. The application proposes a modified estimation formula suitable for the thermal-hydraulic environment based on the Hoek-Brown surrounding rock mechanical parameter estimation method; numerical simulation results show that the displacement error is less than 10%, which verifies the effectiveness of the modified surrounding rock mechanical parameter estimation formula and has engineering application value.

Description

Technical Field

[0001] The embodiments of the present invention relate to the field of rock mechanics technology, and in particular to a method for quantitatively obtaining the mechanical parameters of surrounding rock under hydrodynamic conditions. Background Technology

[0002] Rock mechanics parameters are core foundational data for geotechnical engineering projects such as tunnels, roadways, and underground chambers, including investigation and design, support structure selection, and stability evaluation. The accuracy of these parameters directly determines the safety, reliability, construction efficiency, and economic cost of the project. Currently, methods for obtaining rock mechanics parameters mainly fall into three categories: in-situ testing, numerical experiments, and empirical formulas. Each method has inherent limitations in engineering applications and cannot simultaneously meet the comprehensive requirements of high efficiency, low cost, and high accuracy.

[0003] Construction of deep-buried tunnels in complex and challenging mountainous areas typically faces extreme engineering geological environments, including high ground stress, high groundwater pressure, high ground temperature, and active fault zones. Long, deep-buried tunnels located in such extreme geological environments are subject to the coupled effects of high ground temperature, high groundwater pressure, and high ground stress, resulting in a significant risk of sudden geological disasters during construction, posing a substantial threat to construction safety and progress. Therefore, the extremely complex tunnel engineering geological environment has impacted the methods for determining surrounding rock mechanical parameters and presented a severe challenge to the stability assessment and support design of long, deep-buried tunnels. Accurately assessing and calculating the surrounding rock mechanical parameters of long, deep-buried tunnels under the influence of hydrothermal environments has become a crucial and extremely challenging problem.

[0004] Due to the high cost and discrete results of field tests, numerical experimental methods are complex and time-consuming to model, while intelligent prediction methods rely on a complete and high-quality database of surrounding rock mechanical parameters. Therefore, the empirical formula proposed by Hoek and Brown is the most commonly used method for estimating surrounding rock mechanical parameters. However, the empirical estimation formula proposed by Hoek and Brown does not consider the influence of high geothermal temperature on the properties of surrounding rock mechanical parameters, and the determination of its key calculation parameter perturbation factor is also relatively subjective. In addition, the variation law of surrounding rock mechanical parameters under hydrothermal environment is also crucial for dynamic excavation and support design in underground engineering, and related research is also limited. Therefore, it is necessary to study empirical estimation methods for surrounding rock mechanical parameters under multi-field environments of thermo-hydraulic-mechanical conditions. Summary of the Invention

[0005] This invention provides a method for quantitatively obtaining the mechanical parameters of surrounding rock in a hydrothermal environment, so as to at least partially solve the above-mentioned problems.

[0006] The first aspect of this invention provides a method for quantitatively obtaining the mechanical parameters of surrounding rock in a hydrothermal environment, the method comprising: Obtain the complete rock material constants, disturbance factor, and geological strength index values ​​of the target surrounding rock at the target surrounding rock temperature; The rock mass material constant of the target surrounding rock is determined based on the intact rock material constant, disturbance factor, and geological strength index value of the target surrounding rock at the target surrounding rock temperature; Based on the rock mass material constants of the target surrounding rock, determine the tensile strength, compressive strength, cohesion, internal friction angle, and deformation modulus of the rock mass under hydrothermal conditions.

[0007] A second aspect of this invention provides a device for quantitatively acquiring the mechanical parameters of surrounding rock under hydrothermal conditions, the device comprising: The acquisition module is used to acquire the complete rock material constant, disturbance factor, and geological strength index value of the target surrounding rock at the target surrounding rock temperature; The rock mass material constant determination module is used to determine the rock mass material constant of the target surrounding rock based on the intact rock material constant, disturbance factor, and geological strength index value of the target surrounding rock at the target surrounding rock temperature; The mechanical parameter determination module is used to determine the tensile strength, compressive strength, cohesion, internal friction angle, and deformation modulus of the rock mass under hydrothermal conditions based on the rock mass material constants of the target surrounding rock.

[0008] A third aspect of the present invention provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes a method for quantitatively obtaining surrounding rock mechanical parameters under a hydrothermal environment as described in the first aspect of the present invention.

[0009] A fourth aspect of the present invention provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the method for quantitatively obtaining surrounding rock mechanical parameters under a hydrothermal environment as described in the first aspect of the present invention.

[0010] The fifth aspect of the present invention provides a computer program product, including a computer program / instruction, which is implemented by a processor as the steps in the method for quantitatively obtaining surrounding rock mechanical parameters under a hydrothermal environment as described in the first aspect of the present invention.

[0011] In this embodiment of the invention, a modified estimation formula suitable for hydrodynamic multi-field environments is proposed based on the Hoek-Brown method for estimating surrounding rock mechanical parameters. Numerical simulation results show that the displacement error is less than 10%, verifying the effectiveness of the modified surrounding rock mechanical parameter estimation formula and demonstrating its engineering application value.

[0012] This invention not only fills the theoretical gap in determining the mechanical parameters of surrounding rock under complex deep hydrothermal environments, but also provides precise guidance for optimizing support structures in practical engineering to save construction costs and significantly improves the dynamic early warning and safety assurance capabilities for engineering disasters. Its achievements have broad application value in major engineering fields facing extreme geological conditions, such as deep tunnel construction, geothermal energy development, and deep geological disposal of high-level radioactive waste. Attached Figure Description

[0013] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments of the present invention will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0014] Figure 1 This is a flowchart of the steps in the method for quantitatively obtaining the mechanical parameters of surrounding rock under a hydrothermal environment provided in the embodiments of the present invention; Figure 2 The GSI value and perturbation factor provided in the embodiments of the present invention. D The fitting relationship; Figure 3 This is the basic GSI table provided in the embodiments of the present invention; Figure 4 This is the latest improved GSI table provided in the embodiments of the present invention; Figure 5 These are the single-axis and triaxial test results provided in the embodiments of the present invention; Figure 6 The results are calculated using the RocData software and empirical formula method provided in this embodiment of the invention. Figure 7 This is a schematic diagram of the numerical model for tunnel excavation and support provided in an embodiment of the present invention; Figure 8 This is an X-direction displacement diagram (Class III surrounding rock) after tunnel excavation and support at room temperature, provided by an embodiment of the present invention. Figure 9 This is an X-direction displacement diagram (Class III surrounding rock) after tunnel excavation and support under high temperature conditions provided in an embodiment of the present invention. Figure 10 This is a Z-direction displacement diagram (Class III surrounding rock) after tunnel excavation and support at room temperature, provided in an embodiment of the present invention. Figure 11 This is a Z-direction displacement diagram (Class III surrounding rock) after tunnel excavation and support under high temperature conditions provided in an embodiment of the present invention. Figure 12 This is a schematic diagram of Class IV surrounding rock support provided in an embodiment of the present invention; Figure 13 This is an X-direction displacement diagram (Class IV surrounding rock) after tunnel excavation and support at room temperature, provided in an embodiment of the present invention. Figure 14 This is an X-direction displacement diagram (Class IV surrounding rock) after tunnel excavation and support under high temperature conditions provided in an embodiment of the present invention. Figure 15 This is a Z-direction displacement diagram (Class IV surrounding rock) after tunnel excavation and support at room temperature, provided in an embodiment of the present invention. Figure 16 This is a Z-direction displacement diagram (Class IV surrounding rock) after tunnel excavation and support under high temperature conditions provided in an embodiment of the present invention. Detailed Implementation

[0015] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0016] Figure 1 This is a flowchart of the steps in the method for quantitatively obtaining the mechanical parameters of surrounding rock under a hydrothermal environment provided in this embodiment of the invention, as follows: Figure 1 As shown, the method includes the following steps: S101, obtain the complete rock material constant, disturbance factor and geological strength index of the target surrounding rock at the target surrounding rock temperature; S102, Determine the rock mass material constant of the target surrounding rock based on the intact rock material constant, disturbance factor and geological strength index value of the target surrounding rock at the target surrounding rock temperature; S103, Based on the rock mass material constant of the target surrounding rock, determine the tensile strength, compressive strength, cohesion, internal friction angle and deformation modulus of the rock mass under hydrothermal environment.

[0017] Specifically, the following are the disturbance factors in step S101. D Explanation of how to obtain it: Excavating tunnels, slopes, or foundations within rock masses leads to stress release, causing the surrounding rock to loosen and expand, thus affecting the stability of the rock mass. Hoek and Brown (2019) proposed a method for estimating the disturbance factor caused by stress relaxation and blasting damage. D The guidelines are based on those proposed by Hoek and Brown to determine... D The value is highly subjective, and the recommendations in the guidelines are rather rough. Therefore, researchers have focused on... D Extensive research has been conducted on the accurate calculation of this value. Theoretically, there are certain differences between the P-wave velocity and the acoustic velocity of seismic waves in the rock mass before and after disturbance. This index is used to estimate... DThe values ​​are reasonable, but due to the anisotropy of the rock mass and the operation of tunnel construction equipment, the reliability of wave velocity test results in actual engineering is not high. This invention embodiment uses GSI values, deformation modulus, and... D Starting from the empirical relationships between values, explore the GSI values ​​and D The quantitative relationship between values.

[0018] Hoek and Diederichs (2006) based their analysis on the rock mass deformation modulus of Chinese projects ( E m Based on the database, an empirical formula for the ratio of deformation modulus of rock mass and rock was proposed. This embodiment of the invention collects empirical formulas for the ratio of deformation modulus of rock mass and rock from other scholars, as shown in Table 1. Among them, the empirical formula proposed by Sonmez et al. (2006) has relatively good predictive performance. Therefore, without considering the statistical differences between studies, assuming that the empirical formulas proposed by Hoek and Diederichs (2006) and Sonmez et al. (2006) are equivalent, we can obtain formula (1). This embodiment of the invention further collects empirical formulas for RMR and GSI, among which the empirical formula proposed by Zhang et al. (2019) has relatively good predictive performance. Substituting it into formula (1), we obtain formula (2).

[0019] (1) (2) It can be seen that formula (2) is very complex and cannot be further simplified into a conventional equation. Therefore, this invention uses a trial-and-error algorithm in Excel to calculate a series of GSIs and D Value combination, that is, by assuming different combinations of variable values, the difference between the left and right sides of formula (2) approaches 0. The trial calculation results are shown in Table 2.

[0020] Table 1. Empirical Relationships between Common Rock Mass Deformation Modulus, GSI, and RMR

[0021] Table 2 shows the GSI and D values ​​obtained by the trial-and-error method.

[0022] As can be seen from Table 2, when GSI is 50, 40, and 30, D The value decreases. Engineering experience shows that the worse the rock mass quality, the more easily its stability is disturbed by blasting excavation, and the greater the impact of the disturbance. Therefore... DThe GSI value and the GSI value should be inversely proportional. Considering that formula (2) is obtained by combining two statistical empirical formulas derived from different samples, its statistical uncertainty will affect the subsequent trial calculation results, but the overall trend of the calculated value should be consistent with the actual situation. Therefore, in this embodiment of the invention, the data points with GSI values ​​of 50, 40 and 30 are discarded, and the other data points are used to fit the GSI and GSI values. D Relationships of values, such as Figure 2 It shows the GSI value and perturbation factor. D Fitting relationship Figure 2 In the middle (a), the difference between the left and right sides of the equation (2) calculated by the trial method is shown. It can be seen that the difference is between -0.014 and 0.001, and the calculation error is within an acceptable range. Figure 2 In Figure (b), a polynomial fit was performed using the data points in Table 2 (excluding data points with GSI values ​​of 50, 40, and 30). The fitting relationship is shown in Formula (3), and the correlation coefficient is 0.9682. It can be seen that the curve fitting effect is good. D The trend of the GSI value also conforms to engineering experience. Therefore, in the drill-and-blast method for tunnel excavation, this embodiment of the invention uses formula (3) to determine the disturbance factor. D .

[0023] (3) Specifically, the following is an explanation of how the Geological Intensity Index (GSI) value is obtained in step S101: Because the RMR classification method has poor applicability in rock masses of very poor quality, Hoek et al. (1994, 1995) proposed the GSI (Geological Strength Index) classification method and combined it with the Hoek-Brown criterion to determine rock mass mechanical parameters. GSI considers rock mass structure and discontinuity conditions to estimate rock mass quality. Figure 3 The basic GSI table is shown.

[0024] from Figure 3 As can be seen, the rock mass structure and discontinuity condition classifications in the basic GSI table are qualitative descriptions, which are highly subjective in practical use. Therefore, Sonmez and Ulusay (1999) introduced Structure Rating (SR) and Surface Condition Rating (SCR) to improve the GSI classification method (the latest improved GSI table proposed by Sonmez et al. can be found in [link to table]). Figure 4 SR is determined by the volume joint number. J v Confirmed, SR and J vThe quantitative conversion formula is shown in formula (4). When the SR value calculated by the formula is ≥100, SR is taken as 100; when the SR value calculated by the formula is ≤0, SR is taken as 0. SCR is determined by the surface roughness (symbol in the figure). R r ), weathering degree of structural surfaces (symbols in the figure) R w ), Structural surface filling status (symbols in the figure) R f Based on the comprehensive determination, the SCR score is shown in Table 3. After determining the SR and SCR values, perpendicular lines are drawn from the determined SR and SCR values ​​in the revised GSI table. The value at the intersection of the two perpendicular lines is the final GSI value.

[0025] (4) Table 3 Improved GSI Table for Structural Surface Condition SCR Scoring

[0026] Specifically, the following are the constants of the intact rock material in step S101. m i Explanation of how to obtain it: Griffith (1921) studied the tensile failure of brittle materials such as glass, and subsequently extended his research to biaxial compression loading tests in 1924, obtaining the nonlinear compression failure envelope of brittle materials. Murrell (1958) proposed applying Griffith's theory to the field of rock materials. Hoek and Brown (1980a, 1980b) proposed an empirical formula based on Griffith's failure criterion to fit the triaxial test results of intact rocks, as shown in formula (5). (5) In the formula σ 1 and σ 3 represents the maximum and minimum principal stresses, respectively; σ u This refers to unconfined compressive strength, which differs from uniaxial compressive strength. σ ci The data were obtained from triaxial test data obtained through regression analysis. m i is the material constant of the intact rock.

[0027] To estimate rock mass strength and deformation, the generalized Hoek-Brown criterion was introduced by Hoek et al. (1994, 1995) (Hoek and Brown, 2019). The latest revision is based on Hoek et al.'s research in 2002, as shown in equation (6). (6) In the formula m b , s and a For rock mass materials, is a constant; for intact rock materials, m b That is m i , s The value is 1. a The value is 0.5. (Constant) m b , s and a The calculations are shown in formulas (7), (8) and (9), respectively.

[0028] (7) (8) (9) In the formula D It is a factor that depends on the degree of disturbance of the rock mass caused by blasting damage and stress relaxation; GSI is the geological strength index value, which originates from the new rock mass classification method proposed by Hoek et al. (1994, 1995) - the Geological Strength Index (GSI) system. From formula (7) to formula (8), the mechanical properties of the rock mass are studied from the rock scale to the rock mass scale, and the engineering geological characteristics and mechanical properties of the rock mass are combined. Its study can more accurately characterize the deformation and failure of the rock mass in actual engineering.

[0029] According to formula (8), the rock material constant is... m i It is crucial for determining rock mass strength, but most previous studies have considered it to be merely a curve fitting parameter for determining the rock failure envelope. m i This is not merely a curve fitting parameter; it also possesses physical significance and can be derived from a micromechanical perspective. It may be related to the mineral composition, grain size, and cementation of the rock. Specifically, the influence of high temperature on rock strength and deformation parameters is primarily due to the uneven distribution of minerals within the rock. High temperatures lead to uneven expansion and uneven thermal stress distribution within the rock, thereby inducing or exacerbating deformation and failure, thus affecting the rock's strength and deformation parameters. Similarly, the impact of high geothermal temperature on surrounding rock quality is also due to the uneven distribution of rock type and mineral composition, resulting in uneven thermal stress distribution within the surrounding rock, thus affecting its deformation and failure. Therefore, theoretically, high geothermal temperature has a significant impact on rock material constants. m iIt has a certain influence and is crucial for determining the strength and deformation parameters of surrounding rock under high-temperature conditions.

[0030] To obtain the most accurate rock material constants for gneiss as possible m i First, triaxial tests were conducted. The test temperatures for the rock samples in the triaxial tests were 25, 40, 60, 80, and 100℃; the confining pressures were 5, 15, 25, and 35 MPa. Due to the limited number of rock samples, two samples were used for each test condition (different combinations of temperature and confining pressure). If the test results under the specified test conditions were abnormal, a supplementary triaxial test was performed under the corresponding test conditions. The loading device was an MTS815, and the heating device was a TEMI580. The triaxial test results are as follows: Figure 5 As shown, the results of single-axis and triaxial tests are presented in detail. σ Data where 3 is 0 refers to single-axis test data.

[0031] according to Figure 5 The test results show that, overall, the peak strength of the sample gradually increases with increasing confining pressure. From a temperature perspective, the peak strength of the triaxial test generally shows a trend of first increasing and then decreasing; however, due to uncertainties such as differences in mineral composition and proportion of the rock sample, distribution of microfractures, and degree of foliation development, the triaxial test results exhibit a certain degree of dispersion.

[0032] After obtaining sufficient rock mechanics test data, the RockData software recommended by Hoek and Brown (2019) was used to calculate the rock material constants. m i and unconfined compressive strength σ u Note that Hoek and Brown (2019) mentioned that when fitting curves, if the data contains a large amount of uniaxial test data, it will cause significant deviations in the fitting results, and they recommend using the average uniaxial compressive strength. Therefore, in this embodiment of the invention, the uniaxial test data of each group at different temperatures are averaged before being substituted into the software for calculation.

[0033] Related studies have shown that rock material constants m i For confining pressure σ The variation of 3 is highly sensitive, but due to limitations such as the number of rock samples, equipment conditions, and test scheduling, it is temporarily impossible to conduct more triaxial tests on gneiss with higher confining pressures in this embodiment of the invention. Therefore, in this embodiment of the invention, the existing stiffness index method (as shown in formula (10)) and the hybrid method (as shown in formulas (11) and (12)) are used to calculate the rock material constants. m i And compare the results with those obtained by the aforementioned standard method.

[0034] (10) In the formula a and b This is a constant related to the rock type.

[0035] (11) In the above formula a , b , c , A and B All of these are rock material constants.

[0036] (12) The calculation results of RocData software and empirical formula method are as follows: Figure 6 As shown, it illustrates the calculation results of RocData software and empirical formula method. In (b), R-gneiss, R-metamorphic rock, C-metamorphic rock 2 and C-rock refer to the empirical formula (10) of rigidity index method for gneiss and metamorphic rock proposed by Davarpanah et al. (2022) and the empirical formula (11) of mixed method for metamorphic rock and rock type not distinguished. C-metamorphic rock 1 refers to the empirical formula (12) of mixed method for metamorphic rock proposed by Arshadnejad and Nick (2016).

[0037] Depend on Figure 6 As shown in (a), the unconfined compressive strength of gneiss obtained based on standard regression analysis is generally slightly greater than its uniaxial compressive strength. However, as the temperature rises to 100℃, the strength difference between the two gradually decreases. The trends of the two compressive strengths with temperature are basically consistent: they increase in the range of 25–40℃, decrease in the range of 40–60℃, increase in the range of 60–80℃, and decrease in the range of 80–100℃. Figure 6 As shown in (b), the values ​​calculated using RocData software based on standard regression analysis... m i The values ​​show a decreasing trend in the 25-40℃ range, an increasing trend in the 40-60℃ range, a decreasing trend in the 60-80℃ range, and an increasing trend in the 80-100℃ range; while the values ​​calculated based on empirical formulas... m i The values ​​show an increasing trend in the range of 25-40℃ and a decreasing trend in the range of 40-60℃. The calculated values ​​of the four empirical formulas for gneiss proposed by Davarpanah et al. (2022) are not significantly different, while the calculated values ​​of the empirical formula for metamorphic rocks proposed by Arshadnejad and Nick (2016) are smaller.

[0038] Overall, the results obtained by standard regression analysis and empirical formula method m i The values ​​are completely inconsistent, while those obtained by standard regression analysis are different. m i The trend of the value changing with temperature is completely opposite to that of the compressive strength changing with temperature. The results of studies by Vásárhelyi et al. (2016), Zuo et al. (2020), and Davarpanah et al. (2022) indicate that rock materials... m i The value decreases as its compressive strength increases, meaning the two are inversely proportional. This embodiment uses standard regression analysis to obtain the gneiss... m i The values ​​and compressive strength also show an inverse correlation with temperature, whereas the empirical formula method yields... m i The overall trend of both the value and compressive strength is downward. Therefore, the results obtained using standard regression analysis are... m i The value is more convincing.

[0039] Based on the calculation results from RocData, the material constants of the gneiss were fitted using a piecewise linear fitting method. m i The calculation formulas for the change with temperature are shown in Table 4: Table 4 Material constants of gneiss at high temperatures on an engineering scale m i Recommended value

[0040] Specifically, once the complete rock material constant, disturbance factor and geological strength index value at the target surrounding rock temperature are obtained in step S101, the rock mass material constant of the target surrounding rock can be determined using the above formula (7).

[0041] Specifically, the explanation for determining the surrounding rock mechanical parameters (rock tensile strength, compressive strength, cohesion, internal friction angle, and rock deformation modulus) in step S103 is as follows: Hoek and Brown (1997) proposed the cohesion of rock masses based on the generalized Hoek-Brown criterion, the Mohr-Coulomb strength criterion, and the GSI system. c (MPa), internal friction angle φ (°), Rock mass compressive strength σ cm (MPa), tensile strength of rock mass σ tm (MPa) and rock mass elastic modulus E mThe estimation formula for (GPa) was then developed. Subsequently, Hoek et al. (2002) further updated the Hoek-Brown criterion, mainly by revising the rock mass material constants. m b , s and a The calculation formulas are given, and new estimation methods for the tensile strength, compressive strength, cohesion and internal friction angle of rock mass are proposed, as shown in formulas (13), (14), (15) and (16), respectively.

[0042] (13) (14) (15) (16) in, The maximum confining pressure can be calculated using equation (17).

[0043] (17) in γ The unit weight of the rock mass (MN / m) 3 ), h The depth of the project (m).

[0044] Hoek and Diederichs (2006) collected rock mass deformation modulus data from rock mass engineering projects in China and used the sigmoid function for fitting, thus proposing a new rock mass modulus estimation formula (18).

[0045] (18) When there is no rock modulus E r When the rock mass deformation modulus is estimated, formula (19) is used.

[0046] (19) From the estimation formulas for the tensile strength, compressive strength, deformation modulus, cohesion, and internal friction angle of the rock mass, it can be seen that the parameter affected by temperature is the uniaxial compressive strength of the rock. σ ci and rock mass material constants m b Therefore, considering the high geothermal conditions, the above formulas for surrounding rock mechanical parameters should be revised. σ ci and m b Make corrections, including for σ ci A temperature correction factor should be added. Table 5 shows the high-temperature correction factors for common rock types. = βσ ci As for m b Then the rock material constant under the corresponding temperature conditions should be used. m i Substituting into formula (7), the gneiss under high-temperature conditions at the engineering scale is calculated. m i Recommended values ​​are shown in Table 3. Therefore, the revised formulas for estimating the tensile strength, compressive strength, cohesion, and internal friction angle of the rock mass can be expressed as formulas (20) to (23).

[0047] (20) (twenty one) (twenty two) (twenty three) In addition, the deformation modulus of rock masses in high geothermal environments can be modified by correcting the deformation modulus of rocks at high temperatures to correct formula (18).

[0048] Specifically, the deformation modulus of rock at different temperatures can be determined based on the uniaxial compressive strength test results of rock under different temperature conditions; and based on the deformation modulus of rock at different temperatures, the calculation method of the deformation modulus temperature correction coefficient corresponding to each preset temperature range can be obtained by fitting. For example, the uniaxial compressive strength test results of rock can be obtained at the end temperature values ​​of the preset temperature range to obtain the corresponding rock deformation modulus, determine the corresponding temperature correction coefficient, and perform linear fitting to obtain the calculation formula of the temperature correction coefficient corresponding to the preset temperature range.

[0049] In this embodiment of the invention, based on the deformation modulus obtained from the uniaxial compressive strength test of gneiss under different temperature conditions, the piecewise linear fitting method is used to obtain the deformation modulus correction coefficient of gneiss at different temperatures, as shown in Table 6.

[0050] (twenty four) In the above formula , and These refer to the uniaxial compressive strength of rock, the material constant of rock mass, and the deformation modulus of rock under high temperature conditions, respectively.

[0051] Table 5. High-Temperature Correction Factors for Uniaxial Compressive Strength of Common Rock Types

[0052] Table 6 Correction coefficients for deformation modulus of gneiss at different temperatures

[0053] In this embodiment of the invention, in order to verify the effectiveness of the above-mentioned method for quantitatively obtaining the surrounding rock mechanical parameters, two typical Class III and Class IV surrounding rock excavation sections with different support measures were selected for numerical simulation verification. First, the surrounding rock mechanical parameters were estimated using the above formulas (20) to (24). Then, a numerical model of high-temperature tunnel surrounding rock excavation and support was constructed using 3DEC software. The estimated surrounding rock mechanical parameters were substituted into the numerical model, and the displacement of the arch and sidewalls after the tunnel numerical model was excavated to a stable state was monitored. The effectiveness of estimating the surrounding rock mechanical parameters was judged by comparing the relative error between the simulated displacement of the arch and sidewalls and the actual monitored displacement.

[0054] 1. Calculation of mechanical parameters and construction of numerical model for Class III surrounding rock The No. 5 cross tunnel at H0+559.5 was selected as the verification case. The engineering geological conditions of this excavation face are described as follows: the lithology is gneiss, grayish-white, with a uniaxial compressive strength of approximately 80.3 MPa and a rock mass of 26.95 × 10⁻⁶ MPa. -3 MN / m 3 The rock mass is weakly weathered. Two main sets of joints are present: the first set occurs at N48°E / 67°S, is slightly open, has a rough surface, is filled with siliceous material, has a spacing of approximately 0.4–0.9 m, and a length of approximately 3.0–8.0 m; the second set occurs at N30°E / 49°S, is slightly open, has a rough surface, is filled with siliceous material, has a spacing of approximately 0.5–0.8 m, and a length of approximately 2.0–5.0 m. The rock mass is relatively intact. The average surface temperature of the tunnel face is 55.8℃, and the tunnel face is generally dry. The burial depth is approximately 738.52 m. The estimated vertical principal stress is approximately 19.90 MPa, the maximum horizontal principal stress is approximately 25.47 MPa, and the minimum horizontal principal stress is approximately 16.87 MPa (the in-situ stress estimation method for the surrounding rock is based on the research of Zhang Chongyuan et al. (2022)). The overall assessment of the construction site classifies it as Class III surrounding rock.

[0055] The GSI value of this section was calculated to be 56.55 using the improved GSI system proposed by Sonmez and Ulusay (1999). The surrounding rock mechanical parameters were calculated using the above method as follows: rock material constants. m i The value is 20.64, which is the rock mass material constant. m b , s and a The values ​​are 2.22 and 23.52 × 10⁻⁶ respectively. -4 And 0.50; blasting excavation disturbance factors D The compressive strength of the rock mass is 0.61. σ cm The tensile strength of the rock mass is 15.99 MPa. σtm It is 8.49×10 -2 MPa, deformation modulus E m The internal friction angle is 1.81 GPa. φ The cohesion is 39.51°. c The pressure is 2.59 MPa. Furthermore, based on the relationship between Poisson's ratio and temperature, the Poisson's ratio is obtained through linear interpolation. μ The value is 0.25. Furthermore, based on the rock mechanics parameters table in the engineering geological survey report of the tunnel from which the case originated, the thermal conductivity of the gneiss was obtained as 3.01 W / m·K, the specific heat as 840 J / kg·K, and the coefficient of thermal expansion as 6.63 × 10⁻⁶. -6 / ℃.

[0056] The section was excavated using the drill-and-blast method, with a total excavation area of ​​approximately 55.86 m². 2 The design support measures are as follows: CF30 high-performance steel fiber shotcrete with a shotcrete thickness of 12cm; Φ25 low prestressed expansion shell hollow grouting anchor rods are arranged in the arch with a circumferential and longitudinal spacing of 1.2m×1.2m and an anchor rod length of 2.5m; Φ6 steel mesh (HPB300) is installed in the arch wall with a mesh spacing of 25cm×25cm.

[0057] By consulting the relevant provisions on support measures such as shotcrete, anchors, and steel arches in the industry standards "Code for Design of Railway Tunnels" (TB10003–2016) and "Technical Specification for Rock and Soil Anchor and Shotcrete Support Engineering" (GB50086–2015), and referring to the anchor support parameters set by Zheng Jieyuan et al. (2021) and Wen Jingzhou et al. (2015) in numerical simulations, as well as the steel mesh equivalent modulus conversion method used by Sun Yaqi (2019) in numerical simulations, the following can be obtained for this embodiment. The support material parameters in the numerical simulation of tunnel excavation and support are as follows: the elastic modulus of Φ25 low prestressed expansion shell hollow grouting anchor is 200 GPa, and the Poisson's ratio is 0.3; the elastic modulus of CF30 high-performance steel fiber shotcrete is 30.4 GPa, and the Poisson's ratio is 0.2; for the reinforcement effect of the steel mesh, an approximation method is adopted, and the elastic modulus of shotcrete is considered to be 31.4 GPa, which is one level higher. Therefore, the elastic modulus parameter value of shotcrete in the numerical model is set to 31.4 GPa.

[0058] Referring to the cross-sectional design drawing of the tunnel's transverse passage, a geometric model of the tunnel was first constructed in Rhino, and then imported into 3DEC for mesh generation and numerical calculations. A schematic diagram of the model can be found here. Figure 7 , Figure 7This is a schematic diagram of the numerical model for tunnel excavation and support. The model boundary dimensions are 30m × 2m × 30m, and the single excavation advance of the tunnel is 1m. Displacement fixed constraints are set at six boundaries of the model: XX, XY, XZ, YY, YZ, and ZZ. The internal stress state of the model is set to the estimated in-situ stress state of the rock mass mentioned above. The constitutive model is Mohr-Coulomb, and the parameters of the rock mass and support materials are set as required above.

[0059] This embodiment uses both room temperature and high temperature (average temperature of the working face measured on site) for numerical simulation calculation. Figure 8 and Figure 9 The images show the X-direction displacement after tunnel excavation to a depth of 1.0m and subsequent support under both normal and high-temperature conditions. The most significant X-direction displacement is observed in the left and right sidewalls. The maximum displacement of the left and right sidewalls under normal temperature conditions is approximately 7.55mm, while under high-temperature conditions, the maximum displacement is approximately 8.28mm. Figure 10 and Figure 11 The figures show the Z-direction displacement after tunnel excavation to a depth of 1.0m and subsequent support under both normal and high-temperature conditions. Significant displacement is observed at the arch crown. The maximum displacement at the arch crown under normal temperature conditions is approximately 11.05mm, while under high-temperature conditions, it is approximately 12.44mm. In summary, the maximum displacement at the arch crown and sidewalls under high-temperature conditions (55.8℃ in this model) is approximately 0.7~1.4mm greater than that under normal temperature conditions.

[0060] In addition, based on the actual monitoring and measurement data of this section, this numerical model monitored the convergence deformation of the arch and sidewalls (monitoring points are shown in [reference]). Figure 7 At normal temperature, the settlement displacement of the arch monitoring point is approximately 9.93 mm, while the displacements of the left and right sidewall monitoring points are approximately 6.89 mm and 6.92 mm, respectively, and the sidewall convergence displacement is approximately 13.81 mm. At high temperature, the settlement displacement of the arch monitoring point is approximately 11.13 mm, while the displacements of the left and right sidewall monitoring points are approximately 7.64 mm and 7.67 mm, respectively, and the sidewall convergence displacement is approximately 15.31 mm. It can be seen that the displacement of the arch monitoring point increases by approximately 1.20 mm at high temperature, while the convergence displacement of the sidewall monitoring point increases by approximately 1.50 mm. The numerical results indicate that high temperature has a certain impact on tunnel deformation, and in actual tunnel excavation and support, it is necessary to consider the impact of high temperature on the surrounding rock-support system.

[0061] The actual monitoring and measurement data collected for this study section are as follows: crown settlement displacement 12.10 mm, sidewall convergence 16.40 mm. It can be easily calculated that the crown settlement displacement error of the numerical model considering high temperature is approximately 8.02%, and the sidewall convergence displacement error is approximately 6.65%. In summary, the displacement errors of the monitoring points in the numerical model considering high temperature are all less than 10%, indicating that the numerical model considering high temperature is generally close to the actual tunnel conditions, and also demonstrating that the Class III surrounding rock mechanical parameters obtained using the method provided in this embodiment of the invention are reasonable and acceptable.

[0062] 2. Calculation of mechanical parameters and construction of numerical model for Class IV surrounding rock The No. 5 cross tunnel at H0+995 was selected as the verification case. The engineering geological conditions of this excavation face are described as follows: the lithology is gneiss, grayish-white, with a uniaxial compressive strength of approximately 54.5 MPa and a rock mass of 26.95 × 10⁻⁶ MPa. -3 MN / m3; weakly weathered; mainly two sets of joints are developed. The first set of joints is N58°E / 37°S, slightly open, with rough joint surfaces, siliceous filling, joint spacing of about 0.3~0.6m, and joint extension length of about 4.0~5.0m; the second set of joints is N68°E / 31°S, slightly open, with rough joint surfaces, siliceous filling, joint spacing of about 0.3~0.5m, and joint extension length of about 3.0~5.0m; the rock mass is relatively broken; the average surface temperature of the working face is 58.0℃, and the working face is generally dry; the burial depth is about 492.42m, the estimated vertical principal stress is about 13.27MPa, the maximum horizontal principal stress is about 19.02MPa, and the minimum horizontal principal stress is about 12.64MPa. The overall assessment of the construction site is that it is a Class IV surrounding rock.

[0063] The GSI value of this section was calculated to be 52.95 using the improved GSI system proposed by Sonmez and Ulusay (1999). The surrounding rock mechanical parameters were calculated using the method provided in the above embodiment as follows: rock material constants. m i The value is 22.70, which is the rock mass material constant. m b , s and a The values ​​are 1.91 and 12.88 × 10, respectively. -4 And 0.50; blasting excavation disturbance factors D The compressive strength of the rock mass is 0.64. σ cm The tensile strength of the rock mass is 9.95 MPa. σ tm 3.68×10 -2 MPa, deformation modulus E m The internal friction angle is 1.29 GPa. φThe cohesion is 38.37°. c The value is 1.63 MPa. The Poisson's ratio was also obtained by linear interpolation based on the relationship between Poisson's ratio and temperature. μ The value is 0.25. Furthermore, based on the rock mechanics parameters table in the engineering geological survey report of the tunnel from which the case originated, the thermal conductivity of the gneiss was obtained as 3.01 W / m·K, the specific heat as 840 J / kg·K, and the coefficient of thermal expansion as 6.63 × 10⁻⁶. -6 / ℃.

[0064] The section was excavated using the drill-and-blast method, with a total excavation area of ​​approximately 55.86 m². 2 The design support measures are as follows: CF30 high-performance steel fiber shotcrete with a shotcrete thickness of 23cm; Φ25 low prestressed expansion shell hollow grouting anchor rods (3m long) are arranged in the arch, and Φ22 long cement roll anchor rods (1.5m long) are installed on the side walls with a circumferential and longitudinal spacing of 1.2m×1.2m; Φ6 steel mesh (HPB300) is installed on the arch wall with a mesh spacing of 25cm×25cm; I16 steel frame (cross-sectional area of ​​26.131cm2) is used at 1m / frame.

[0065] By consulting the relevant provisions on support measures such as shotcrete, anchor bolts, and steel arches in the industry standards "Code for Design of Railway Tunnels" (TB10003–2016) and "Technical Specification for Rock and Soil Anchor Bolt and Shotcrete Support Engineering" (GB50086–2015), and referring to the anchor bolt support parameters set by Zheng Jieyuan et al. (2021) and Wen Jingzhou et al. (2015) in numerical simulations, and the equivalent modulus conversion methods for steel arches and steel mesh used by Chen Chao (2022), Sun Yaqi (2019), Yu Li et al. (2018), and Li Chunqing et al. (2014) in numerical simulations, the support material parameters in the numerical simulation of tunnel excavation and support in this embodiment can be obtained as: Φ25 The elastic modulus of the low-prestressed expansion shell hollow grouting anchor is 200 GPa, and the elastic modulus of the Φ22 long cement-filled anchor is 210 GPa. The Poisson's ratio of both types of anchor is 0.3. The elastic modulus of CF30 high-performance steel fiber shotcrete is 30.4 GPa, and the Poisson's ratio is 0.2. The elastic modulus of steel is 210 GPa. Using the equivalent elastic modulus conversion method, the equivalent elastic modulus of the I16 steel arch frame converted to shotcrete is 2.39 GPa. The reinforcement effect of the steel mesh is approximated by considering the shotcrete with an elastic modulus of 31.4 GPa, which is one level higher. Therefore, the elastic modulus parameter value of shotcrete in the numerical model is set to 33.79 GPa.

[0066] Based on the above numerical model and according to the engineering geological conditions of this embodiment, the in-situ stress state, support measures, and material parameters in the model were modified. A schematic diagram of the support for Class IV surrounding rock is shown below. Figure 12 .

[0067] Similarly, this embodiment uses both room temperature and high temperature (average temperature of the working face measured on site) for numerical simulation calculation. Figure 13 and Figure 14 The figures show the X-direction displacement of the tunnel after excavation to a depth of 1.0m under both normal and high-temperature conditions, followed by support. The maximum X-direction displacements of the left and right sidewalls under normal and high-temperature conditions are approximately 8.90 mm and 9.94 mm, respectively, with a difference of 1.04 mm. Figure 15 and Figure 16 The Z-direction displacement of the tunnel after excavation to 1.0m and subsequent support under normal and high temperature conditions is shown respectively. It can be seen that the maximum Z-direction displacement at the arch in normal and high temperature conditions is about 13.08mm and 14.91mm respectively, with a difference of 1.83mm.

[0068] In addition, based on the actual monitoring and measurement data of this section, this numerical model monitored the convergence deformation of the arch and sidewalls (monitoring points are shown in [reference]). Figure 7 At normal temperature, the settlement displacement of the arch monitoring point is approximately 11.39 mm, while the displacements of the left and right sidewall monitoring points are approximately 7.91 and 7.99 mm, respectively, and the sidewall convergence displacement is approximately 15.90 mm. At high temperature, the settlement displacement of the arch monitoring point is approximately 12.34 mm, while the displacements of the left and right sidewall monitoring points are approximately 9.00 and 9.01 mm, respectively, and the sidewall convergence displacement is approximately 18.01 mm. It can be seen that the displacement of the arch monitoring point increases by approximately 0.95 mm at high temperature, while the convergence displacement of the sidewall monitoring point increases by approximately 2.11 mm. The numerical results indicate that high temperature has a certain impact on tunnel deformation, and in actual tunnel excavation and support, it is necessary to consider the influence of high temperature on the surrounding rock-support system.

[0069] The actual monitoring and measurement data collected for this study section are as follows: crown settlement displacement 13.50 mm, sidewall convergence 19.10 mm. It can be easily calculated that the crown settlement displacement error of the numerical model considering high temperature is approximately 8.59%, and the sidewall convergence displacement error is approximately 5.71%. In summary, the displacement errors of the monitoring points in the numerical model considering high temperature are all less than 10%, indicating that the numerical model considering high temperature is generally close to the actual tunnel conditions, and also demonstrating that the Class IV surrounding rock mechanical parameters obtained by the method provided in this embodiment are reasonable and acceptable.

[0070] In summary, in multi-site tunnel environments where in-situ testing is limited, the method provided in this invention for obtaining surrounding rock mechanical parameters is a superior choice and can meet the needs of practical engineering.

[0071] Based on the same inventive concept, embodiments of the present invention also provide a device for quantitatively acquiring surrounding rock mechanical parameters under hydrodynamic conditions, the device comprising: The acquisition module is used to acquire the complete rock material constant, disturbance factor, and geological strength index value of the target surrounding rock at the target surrounding rock temperature; The rock mass material constant determination module is used to determine the rock mass material constant of the target surrounding rock based on the intact rock material constant, disturbance factor, and geological strength index value of the target surrounding rock at the target surrounding rock temperature; The mechanical parameter determination module is used to determine the tensile strength, compressive strength, cohesion, internal friction angle, and deformation modulus of the rock mass under hydrothermal conditions based on the rock mass material constants of the target surrounding rock.

[0072] Optionally, the acquisition module is used to: The intact rock material constant of the target surrounding rock at the target surrounding rock temperature is determined by the following formula: When the target surrounding rock temperature is 28~40℃ m i =-1.1337 T +51.2307; When the target surrounding rock temperature is 40~60℃ m i =0.9341 T -31.4780; When the target surrounding rock temperature is 60~80℃ m i =-0.3560 T +45.9220; When the target surrounding rock temperature is 80~100℃ m i =1.1610 T -75.4300.

[0073] Optionally, the acquisition module is used to: The disturbance factor is determined using the following formula: ; in, D The value represents the disturbance factor, and GSI represents the geological intensity index value.

[0074] Optionally, the rock mass material constant determination module is used for: The rock mass material constants of the target surrounding rock are determined based on the following formula: ; in, D The disturbance factor is represented by GSI, which represents the geological strength index value. m i It represents the complete rock material constant of the target surrounding rock at the target surrounding rock temperature.

[0075] Optionally, the mechanical parameter determination module is used for: The tensile strength of the rock mass under hydrodynamic conditions is determined based on the rock mass material constants of the target surrounding rock calculated using the following formula: ; The compressive strength of the rock mass under hydrodynamic conditions is determined based on the rock mass material constants of the target surrounding rock calculated using the following formula: ; The rock mass cohesion under hydrothermal conditions is determined based on the following formula, which calculates the rock mass material constant of the target surrounding rock: ; The internal friction angle under hydrodynamic conditions is determined based on the rock mass material constant of the target surrounding rock calculated by the following formula: ; in, This refers to the uniaxial compressive strength of the target surrounding rock at the target surrounding rock temperature; This refers to the rock mass material constant of the target surrounding rock at the target surrounding rock temperature.

[0076] Optionally, the mechanical parameter determination module is used for: The rock mass deformation modulus under hydrodynamic conditions is determined based on the following formula, which calculates the rock mass material constant of the target surrounding rock: ; It refers to the rock deformation modulus of the target surrounding rock at the target surrounding rock temperature.

[0077] Optionally, the step of determining the rock deformation modulus of the target surrounding rock at the target surrounding rock temperature includes: Based on the uniaxial compressive strength test results at different temperatures, the deformation modulus of rock at different temperatures was determined. Based on the rock deformation modulus at different temperatures, the calculation formulas for the deformation modulus temperature correction coefficients corresponding to each preset temperature range are obtained by fitting. The deformation modulus temperature correction coefficient is determined based on the calculation method of the deformation modulus temperature correction coefficient corresponding to the target surrounding rock temperature and the corresponding preset temperature range. η ; Based on temperature correction factor η The rock deformation modulus of the target surrounding rock is used to determine the rock deformation modulus of the target surrounding rock at the target surrounding rock temperature.

[0078] The embodiment of the device for quantitatively acquiring surrounding rock mechanical parameters under hydrothermal environment provided by this invention can be applied to any device with data processing capabilities, such as a computer. The device embodiment can be implemented through software, hardware, or a combination of both. Taking software implementation as an example, as a logical device, it is formed by the processor of any data processing device reading the corresponding computer program instructions from non-volatile memory into memory and executing them.

[0079] Based on the same inventive concept, embodiments of the present invention also provide an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the steps in the method for quantitatively obtaining the mechanical parameters of surrounding rock under a hydrothermal environment as described in any of the above embodiments.

[0080] Based on the same inventive concept, embodiments of the present invention also provide a computer-readable storage medium storing a computer program thereon, which, when executed by a processor, implements the steps in the method for quantitatively obtaining surrounding rock mechanical parameters under a hydrothermal environment as described in any of the above embodiments.

[0081] Based on the same inventive concept, embodiments of the present invention provide a computer program product, including a computer program / instruction, which, when executed by a processor, implements the steps in the method for quantitatively obtaining surrounding rock mechanical parameters under a hydrothermal environment as described in any of the above embodiments.

[0082] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on the differences from other embodiments. The same or similar parts between the various embodiments can be referred to each other.

[0083] Those skilled in the art will understand that embodiments of the present invention can be provided as methods, apparatus, or computer program products. Therefore, embodiments of the present invention can take the form of entirely hardware embodiments, entirely software embodiments, or embodiments combining software and hardware aspects. Furthermore, embodiments of the present invention can take the form of computer program products implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0084] Embodiments of the present invention are described with reference to flowchart illustrations and / or block diagrams of methods, terminal devices (apparatus), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable terminal device to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable terminal device, generate instructions for implementing the flowchart illustrations and / or block diagrams. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0085] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable terminal device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0086] These computer program instructions can also be loaded onto a computer or other programmable terminal device to cause a series of operational steps to be performed on the computer or other programmable terminal device to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable terminal device for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0087] Although preferred embodiments of the present invention have been described, those skilled in the art, upon learning the basic inventive concept, can make other changes and modifications to these embodiments. Therefore, the appended claims are intended to be interpreted as including the preferred embodiments as well as all changes and modifications falling within the scope of the embodiments of the present invention.

[0088] Finally, it should be noted that in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or end-device that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or end-device. Without further limitations, an element defined by the phrase "comprising quantitative acquisition of surrounding rock mechanical parameters under a hydrothermal environment" does not exclude the presence of other identical elements in the process, method, article, or end-device that includes said element.

[0089] The present invention provides a detailed description of a method for quantitatively obtaining the mechanical parameters of surrounding rock under a hydrothermal environment. Specific examples have been used to illustrate the principle and implementation of the present invention. The description of the above embodiments is only for the purpose of helping to understand the method and core idea of ​​the present invention. At the same time, for those skilled in the art, there will be changes in the specific implementation and application scope based on the idea of ​​the present invention. Therefore, the content of this specification should not be construed as a limitation of the present invention.

Claims

1. A method for quantitatively obtaining the mechanical parameters of surrounding rock under hydrothermal conditions, characterized in that, The method includes: Obtain the complete rock material constants, disturbance factor, and geological strength index values ​​of the target surrounding rock at the target surrounding rock temperature; The rock mass material constant of the target surrounding rock is determined based on the intact rock material constant, disturbance factor, and geological strength index value of the target surrounding rock at the target surrounding rock temperature; Based on the rock mass material constants of the target surrounding rock, determine the tensile strength, compressive strength, cohesion, internal friction angle, and deformation modulus of the rock mass under hydrothermal conditions.

2. The method for quantitatively obtaining the mechanical parameters of surrounding rock under hydrothermal environment according to claim 1, characterized in that, Obtain the complete rock material constants of the target surrounding rock at the target surrounding rock temperature, including: The intact rock material constant of the target surrounding rock at the target surrounding rock temperature is determined by the following formula: When the target surrounding rock temperature is 28~40℃ m i =-1.1337 T +51.2307; When the target surrounding rock temperature is 40~60℃ m i =0.9341 T -31.4780; When the target surrounding rock temperature is 60~80℃ m i =-0.3560 T +45.9220; When the target surrounding rock temperature is 80~100℃ m i =1.1610 T -75.4300.

3. The method for quantitatively obtaining the mechanical parameters of surrounding rock under hydrothermal environment according to claim 1, characterized in that, Obtain the complete rock material constants of the target surrounding rock at the target surrounding rock temperature, including: The disturbance factor is determined using the following formula: ； in, D The value represents the disturbance factor, and GSI represents the geological intensity index value.

4. The method for quantitatively obtaining the mechanical parameters of surrounding rock under hydrothermal environment according to claim 1, characterized in that, The rock mass material constants of the target surrounding rock are determined based on the intact rock material constants, disturbance factors, and geological strength index values ​​at the target surrounding rock temperature, including: The rock mass material constants of the target surrounding rock are determined based on the following formula: ； in, D The disturbance factor is represented by GSI, which represents the geological strength index value. m i It represents the complete rock material constant of the target surrounding rock at the target surrounding rock temperature.

5. The method for quantitatively obtaining the mechanical parameters of surrounding rock under hydrothermal conditions according to claim 1, characterized in that, Determining the tensile strength, compressive strength, cohesion, and internal friction angle of the rock mass under hydrodynamic conditions based on the rock mass material constants of the target surrounding rock includes: The tensile strength of the rock mass under hydrodynamic conditions is determined based on the rock mass material constants of the target surrounding rock calculated using the following formula: ； The compressive strength of the rock mass under hydrodynamic conditions is determined based on the rock mass material constants of the target surrounding rock calculated using the following formula: ； The rock mass cohesion under hydrothermal conditions is determined based on the following formula, which calculates the rock mass material constant of the target surrounding rock: ； The internal friction angle under hydrodynamic conditions is determined based on the rock mass material constant of the target surrounding rock calculated by the following formula: ； in, This refers to the uniaxial compressive strength of the target surrounding rock at the target surrounding rock temperature; This refers to the rock mass material constant of the target surrounding rock at the target surrounding rock temperature.

6. The method for quantitatively obtaining the mechanical parameters of surrounding rock in a hydrothermal environment according to claim 1, characterized in that, Determining the rock mass deformation modulus under hydrothermal conditions based on the rock mass material constants of the target surrounding rock includes: The rock mass deformation modulus under hydrodynamic conditions is determined based on the following formula, which calculates the rock mass material constant of the target surrounding rock: ； It refers to the rock deformation modulus of the target surrounding rock at the target surrounding rock temperature.

7. The method for quantitatively obtaining the mechanical parameters of surrounding rock in a hydrothermal environment according to claim 6, characterized in that, The steps for determining the rock deformation modulus of the target surrounding rock at the target surrounding rock temperature include: Based on the uniaxial compressive strength test results at different temperatures, the deformation modulus of rock at different temperatures was determined. Based on the rock deformation modulus at different temperatures, the calculation formulas for the deformation modulus temperature correction coefficients corresponding to each preset temperature range are obtained by fitting. The deformation modulus temperature correction coefficient is determined based on the calculation method of the deformation modulus temperature correction coefficient corresponding to the target surrounding rock temperature and the corresponding preset temperature range. η ; Based on temperature correction factor η The rock deformation modulus of the target surrounding rock is used to determine the rock deformation modulus of the target surrounding rock at the target surrounding rock temperature.

8. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the method for quantitatively obtaining the mechanical parameters of surrounding rock under a hydrothermal environment as described in any one of claims 1-7.

9. A readable storage medium having a computer program stored thereon, characterized in that, When executed by a processor, the computer program implements the method for quantitatively obtaining the mechanical parameters of surrounding rock under a hydrothermal environment as described in any one of claims 1-7.

10. A computer program product comprising a computer program / instructions, characterized in that, When the computer program / instruction is executed by the processor, it implements the steps in the method for quantitatively obtaining the mechanical parameters of surrounding rock under a hydrothermal environment as described in any one of claims 1-7.

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